 Okay. Hello, hello, hello. Hello, hello, hello, hello, hello, hello. Okay. She's making sure it's working here. It's working. Good. He'll quit in a minute. But, you know, a minute is another 60 seconds. So that's okay. All right. One of the difficulties you're going to have in this class is getting through this monstrous tome of information. We won't cover all of it, but the part we do cover is critical for you to be able to design steel structures when you get out. And it's kind of hidden. It's not actually hidden. It's just it was developed at different times and it was put in there where they thought it was convenient. Being able to pick your way through this minefield is going to be really important to you making a good grade in here. If you can find what you're looking for, that's not a problem. He'll tell you the equation is so and so. But when he says the effective area is equal to the gross area times something, and you don't know where to find something, then you don't know how to get the gross area or the net area. So we're going to spend some time trying to show you trying to put a roadmap of what's in this book and how you get to it. First part of the book is easy. First part of the book is parts. It's divided up into parts. And so you will see it starts out part one. Part one has a specific purpose to work with dimensions and properties of materials. Wide flanges tells you information about it, gives you information about the sections themselves. I'm still in part one. I'm still in part one on HSS sections. I'm still in part one. I'm in part one. I'm in part one. Rectangular plates. I'm in part two. Part two is part two. General design considerations. That means general. There's not specifications. It's just more or less laying out what the text is for. Things like load and resistance factor design, a loud stress design, the difference between them. See where loads are. It seems like he has loads in here. Here we go for LRFD, the different types of loads that we consider, and then how we combine those loads into practical situations. Then for a loud strength design, they do things differently. And then they have their own part of this set of specifications. And now where am I at? Part three. And now where am I at? And now where am I at? And now where, geez man, part three has got a lot of stuff. Got a lot of curves, a lot of graphs. It lets you if you know how much moment is to be applied to the section and how long it is, it'll let you choose the proper size shape. And of course these come from equations that we work with. And chapter three. I'm sorry, that's not a chapter three. That's a part three. Now then we're in part four. Looks like we're going from bending things into columns, compression. And then we're in. It's got four parts, four parts, four parts, four parts. Wow, man. And stiffness reduction factors. I hope you can find that because that'll always be on an exam. Part five. Here we're talking about strength of things, not in compression, but in tension. Then the whole section, the whole part is going to deal with that. It's not a chapter. It's not a section. It's a part. Part five. Part five. Here's part six. Let's go back to the beginning here. Part six. Ooh, combined flexure and tension. So combined forces. Part six. And so on. Part seven, part eight. You know, you'll have to learn what the parts are for, but they're so big that there's not a lot of trouble doing that. This is if you have a channel that is welded to a girder with a load at a slant on it, how big should it be to appropriately hold up the load? It just helps you take the equations we develop and quickly get a design. So there's a lot of design tables and design assistants in here. Rock shear rupture. Part nine. Part 10. Part 11. Part 11. Part 11. Part 11. Part 12. Part 11 must be pretty small. Part 11. Gee, it's only got five pages. If that's all it needs, that's all it's got. Only got five pages plus one of references. Part 12. Fully restrained moment connections. So when we start getting into connections, there will be messing around in part 12. Part 12. Moment. Brace. Part 13. These must be the parts. Compression. Design of beam bearing plates. Column base plates. Anchor rods and column splices. Part 14. Junk. Other. Part 15. Part 16. Part 16. Part 16. Part 16. Part 16. Good lord. Guess what? That's the specs. Look at the difference in the numbering. You can always tell if you're in the specifications or if you're in just a plain old part. This is part 16. Look at the numbering. 13-17. 12-7. 10-95. They said, we can't do that in the specs. I said, why not? Worked well here. Too much stuff. You'd never be able, you'd have pages through 9,000 or something. You can tell if you're in the specs. Number one, you're in part 16. Number two, of course, these Roman numerals are just for things like tables of contents. Generally speaking, golly, that's a lot of, gee whiz. There's a lot of terms in here. There we go. Now then we get into chapters. Part 16 is the only part of this manual that has chapters. And so it had to be broken up into chapters. It was just too big. And so the numbering system changes. You're now on page 16. What is that, 16? I forget. The part 16, you're in chapter A. You're in part one, section one, dash page one. 16.1-3. 16.1-7. You'll see the numbering is similar. So you'll have some numbering that'll start off like 6. And then you'll have 6a and 6b as these things got added and things got more complex. They'd add some sections to them. And they get pretty ugly. Here's chapter. So you got a chapter A, a chapter B, a chapter C inside of these specifications to see how far these things go. This is chapter N. Maybe all as far as they go. You and I don't usually get back quite this far. Chapter N, quality control. Then to add insult to injury, when we run out of chapters, they have some things called appendices. And they are numbered as opposed to having letters on. They go one through, I don't remember, maybe about 7. I think maybe 8. There's appendix 7, appendix 8. And then we're through with the specs. So here are your specs. Now then, because the specs are very difficult to really understand why, how they're applied things like that, rather than like a Bible, we're in the Bible over on the side. They write little notes, you know, cliff notes or I don't know what. And they'd say, well, this is what the guy really meant when he said this. And this is what he's really telling you to do. Instead of doing that, they have a whole thing commentary. So if you have part 16, get past all of that stuff, I always forget how many symbols there are in here. Here are your references. If you get into chapter A and the specifications, or if you're in any of the appendices, the commentary goes right along with it. There's chapter A, specifications, and appendices, and chapter A, general provisions. Basically, this is the commentary. See where he calls that a commentary. The commentary. It's number for number, letter for letter, chapter for chapter. If you say, you know, I don't know what the devil you're talking about here, where you're talking about, find the beginning of a section. Section, what chapter is this? Chapter H, section three. I don't know what you're talking about about this thing. I mean, I see what you're saying, and I see you got some numbers there. But I don't know exactly how to apply that. And I don't even know why you're making me do this. Then you can go into the commentary, chapter A, chapter B, chapter A, B, C, D, E, F, G. It says commentary. H, H3, H3. Remember subject to torsion and remember subject to torsion? There it is right there. So this is where they put all of the little things, why we did it, where it came from, more explanations. A lot of times they'll say, here's a number, you know, pick a good number. You say, we need to pick a good number. I don't even know what the number is. Well, let me make some suggestions that other people think these numbers are pretty good. And if you use them, then we found nothing to go wrong. But it's kind of your decision, what you're going to use. So in part 16, you got two sections, you got the specifications, and you have the commentary. The specifications come in flavors alpha through nerd, and then about eight appendices. Then the commentary on those are identical. You have a section that goes through one through N. Let's make sure there goes, I think that was the last one. There's J. There's chapter N. Incidentally, here's how you tell it's in the commentary. Very line. There's N. There's commentary N. Here's a table. It goes with it. Commentary N, commentary N. Commentary N runs out. This is section seven N, commentary N. And then we start off with the appendices. And there'll be eight of those, I think there were. And they match up with specifications. And as you see, there's not a lot of equations here. Usually, it says hang and tang in 1984 and so on, so on, so on, so found this stuff out. So it lets you refer to places. If you say, I don't think that quite applies to my case, you go to these references, or you use these graphs, and you decide if you've got a reasonable engineering reason for doing something slightly different than the code, you're always welcome to do that. Obviously, you need to be careful. So after you get out of the commentary, to get back into, there's some good stuff, you get out of the commentary and the references, then you're not going to be in part 16 anymore. You're going to be in part, there's a go, 16, 16.1 was the specs, and it'll be 16.2. The specs for high strength joints, these are basically done by somebody else. They put them in here so that they're all together inside of one manual. And these are the specs for the people who really know bolts. They do nothing but bolts, just like what does ASEE do a good job of? What does ASEE do a good job of? But what's the building code? Yeah, but what did they give us? They gave us the loads. That's right. And these people here said, look, there's no sense in us going out and trying to figure out what these loads are. ASEE has always done loads. They do a good job of it. We just pull their stuff and use it in our work. It's back here, like it was in part two. Don't remember for sure to dig it out. Loads to 10. To 10. There are the loads right there. There's the loads they deal with and therefore ASEE agrees. Those are the people we ought to go get loads from. And these are the combinations that we insist you put together when you analyze your structure. So with that as a brief start, this is Segui's take on life. It's the same thing basically. He gives you some famous people's names who really did all this stuff back in the 80s. And it's been holding up very nicely ever since with some changes. The codes have changed or the specifications have changed since that time every now and then as we do more research as we get different materials and better materials. Basically, the part 16 is the part where all of the equations and the rules are listed. The things before part 15 through 1 are mostly tables to help you get the job done. What are the dimensions of the wide flange? What size column would be appropriate for a given bending moment on it? You say, well, you ought to be able to find that out from the specification. You can. You can use the equations in the specs. You can crank them out and it'll tell you the size shape you need. And then you can go try that size shape. But the tables are a design aid. Yes, sir? No, not really. No, no. Maybe you can. But I'm just telling you. No, you don't have to remember everything I circle. No. So then there's the main body and the pen, the appendices. The main body starts in part 16, goes through part 16.1 page 183, then your appendices start. And then the commentary has the same matching set here are the page numbers. One thing you will need to do really is when you tab something and say, okay, this is where I can find out how strong a beam is in net section fracture, that you'll find out it's going to refer you to other things. And then it's usually a good idea. He'll say, and you're going to get this from B.3. Well, you're in H.6 right now where the devil is B.3. Put a number next to it, you know, put a little thing on there like that, put a number so that you know exactly what page to refer to in case you need a table or if you need some other information from that page because digging through it without some kind of a guide is you can take a lot of time. Yes, sir. That's they're going to defer to the ACI people for that. Yeah. Well, you know, whatever it says, that's what they're trying to refer you to. You're going to have to go buy that book. I assume. Oh, you're talking about that part of it is in there? I don't know. I don't get on the concrete part that much unless I'm teaching concrete. So you won't have to worry about it in steel design or see me after class. Let's see what you're talking about. All right, now the only thing I found at all that this guy might have slipped a little because it's confusing is he says the specification. Where's the specification? Page 16 point something. That's right is consists of three parts. Doesn't consist of three parts. 16 is a part. So don't get confused if you know, we just say it's got three parts to it. Don't have three parts to it. So I don't know what you want to call them. Got three areas, three generic general areas. One of them would be the main body of the specific specifications. The second, the appendices in the specifications. And then third, the commentary for the specifications. And of course, the commentary itself is actually divided up into also like a main body and some appendices. So there's three kind of things running around loose back there. But they're not actually parts. Because too many times in here, we're going to be talking about part something. And you're not going to be wanting to go to these things. You're going to go to part two. That's means part two is the second tab in your book. Part two says, what part two says, general, probably loads. Now, here's the new specs new to me, not new to you. They have decided a C has decided and we take them how to put these different loads together. And just for grins, I copied the page out of Segui from the old book. And you will notice that combination four, we'll discuss these more, said that we think you should go get the dead load and multiply it times 1.2 to make it safe because we've seen that happen sometimes. And we think you ought to take the wind load and multiply it times 1.6 because the ASCE people are the wind load people. If it's not ASCE, the people think we find that it actually can get 60% higher than that very rarely. Probably this building's never seen it, but it could. So we want you to do that. I see old specs. That's the first time I taught this class. Now then, they no longer say that. Now then combination four says, just take it right out of the book. Well, it's not just like it's right out of the book. Basically what happens is the wind people weren't happy with the way somebody was applying the 0.6 or they weren't doing it at all. And a couple of things would fall down and they'd say, okay, tell you what we're going to do. We're not going to let you have a 0.6. We're going to put the 0.6 in the tables. That way we know the 0.6 gets there because we get sued right along with you when you forget the stupid 0.6. And actually, before I got here, somebody else had done the same thing. Even in the old specs, anytime you see somebody say, earthquake, you don't need to multiply it times anything. I guarantee you that person decided to take your ability to multiply it times 1.6 and they stuck it in the tables so they know the 0.6 extra is in there. That was the first thing that I saw, you know, they used to have a factor on the earthquake load to bring it up to what could happen. The ASEE says how many pounds per square foot in this room? 40 pounds per square foot they're saying, that's usually what you're going to see. Now if you think you may ever see more than that, I think there's a pretty good chance you'll see more than that. So you put a factor on it. They still let you do that on the live load, on the live roof load where you've got tar pits or tar pots and people walking around and big rolls of felt laying on the place. They'll let you put your own factor on there. The earthquake people have said, nope, we'll do it for you. And now then, the wind people have done the same thing. They've said, go look at the new map, go look at the new numbers. You say, gee, they sure are bigger than they used to be. Yeah, they are. We'll put the .6 in there for you. So when it happens to you on the next time, you shouldn't worry about it. The maps and the things have been adjusted such that they just took these factors away from you or if the factor does nothing but change. If all of a sudden they say the new codes got a 1.65, that's because they've done a lot more testing. They found out that they really think that's more appropriate. And from now on, they want you to use a different factor on that type of loading. Yes, sir? Well, they didn't. I think it's always been 20%. It's ridiculous, isn't it? I mean, who can't calculate how much concrete weighs thanks lab is six inches thick? They do it. First thing you know, someone lays the beams out flat, for example. They bring in the concrete and they pour in the right amount of concrete. And the guy looks at it and says, there's something wrong here. You didn't bring enough concrete. He says, I swear I did. So, well, you've got about a three-quarter inch slope down to the middle. It's not flat. You're going to have everybody in a chair. They're going to roll to the center, put some more concrete on there. So the guy goes and puts another three quarters inch worth of concrete in the middle. And guess what? The guy comes back out and says, you did it again. Now then it's not as bad, but it's still a quarter. Put another quarter inch of concrete. What'd they forget to do? We got to camber the beams so that the beams would be flat when the six inches of concrete is on there. Now you look at it, there's 7.2 inches of concrete. There's your 20% right there. It happens. So they make you because they've seen it happen in the real world. They make you multiply the dead loading that you should think would be very easy to calculate. They make you put a kind of like a factor of safety. It's called a load factor. They make you multiply it by 20%. Now actually, a little more detail than that, when you multiply the dead load times 20% to take care of the fact that dead loads do have variation. For instance, here's probably the dead load that nominally comes out. Now that's resistance. Here's the load ASEE gives you. Nominally it is some number. We have found that in some cases it is higher than that. And so we make you put that on there. Not only that, even then sometimes things fell down. It wasn't so much that they put more load on it. It's that it was during construction, the concrete on the previous floors weren't really as set up as they should have been. Things weren't tied together yet. There was a bracing that hadn't quite had time to be installed. And so they said, you know, one way to get out of that problem is to just increase the dead load. Just make them put more on there when they design it. So during construction, they want you to run the dead load up to 40% extra. That has that's taken care of a whole lot of problems during construction. A lot fewer of these construction collapses occur. Now they don't expect you to put the 40% here. Once this is, you know, this is after the concrete sets all tied together, all the bracing members are on, it's up, it's ready to go. But at that time, it could really be still 20% more dead load than you had planned, because there's variation in everything. The live load is much more difficult to predict, as you might imagine. And therefore we have seen that the live load does also have variation in it, and it has more variation than the dead load. And we have seen situations where the live load was 60% over what we had planned. And you say, well, I'm not going to let that happen. How are you going to do that? Well, I promise, you know, here I'll write it down. I'll write it on the concrete. No one will die because I will not let the live load get, you're going to sit there all day long with a gun. No, I'm going to put a little sign on their capacity of 100 people. Yeah, that'll work nicely. So 200 people want to get in. So you got to multiply the live load times 60%. But along with it, you only have to have a 1.2 times the dead load. And incidentally, this is an arbitrary point in time where the load has really gone nuts, really gotten big. The chance that you'll also have 1.6 times snow or 1.6 times rain or 1.6 times tarpots and people and felt upon the roof, we've just never seen it. The chance of that happening is just so close to zero, we're not going to make you do it. But when the load is really being, the live load is really being studied. We want the 1.2 possibility on there, on the dead load, and we want you to either put half of the tarpots or half of the snow or half of the rain. Now, this doesn't include ponding. Ponding is where the gutters get stopped up, the water can't get off, and it ponds on the roof. That has to be taken care of separately. If you have a parapet, like this building has a kind of a wall around it with holes in it, hopefully the holes don't get stopped up. That's what we want you to design for. We want you to put 1.2 times your dead load plus 1.6 times the live load plus a half of any one of these. Just pick the biggest one and take half of it. Put those loads on the structure and tell me if the members are okay, all of them. That's after, of course, you've done this. Put the 1.4 dead on there and you say all the members are okay. Then you did this, you say all the members are not okay. So okay, beef up those members that aren't okay. So you put some more members in there and you fix those members. Okay, now go back and run that one. Well, all I did was add members in and made some of them bigger, so okay, that's good enough. What is this person right here studying? He's studying the unusual situation where the guy with the tar pit decided to bring his caterpillar with him to haul it around and he's got a tractor up there. 1.6 times live roof load or horrible snow. You can't believe it, man. It's 33 feet deep on the roof. 1.6 snow or 1.6 rain. This combination is studying basically during construction. This is studying if the load is just a real problem, the live load. This is studying one of these people being a real problem. The question is along with it, we still need the 1.2 dead and we still need the live load, but you notice we didn't make you to go a 1.6 or half of the wind load. Now these live loads in these other combinations are a little bit strange. Sometimes this live load here, you'll see it says if the live load is less than 100 pounds per square foot, what's the load in here? 40 pounds per square foot, then we'll let you cut the live load down to half of this number. But if the live loads of 100 pounds per square foot are higher, we want the full L on there. And then you'll turn right around and make sure I'm on the same thing, new specs 24-25. You'll turn right around and on combination number four, you'll say okay 1.4 dead, okay makes sense 1.2, 1.6, 0.5, Elsa, okay that makes sense. Combination three 1. so so so Elsa bar so and so so and so. What what the devil is this? This guy says I only need half. It's the way they write it up. In other words actually the A.S.C.E. people in the A.C.I. and the A.I.S.C. people in the A.S.C.E. people write it differently. This guy writes it like this and says if it's less than 100 per square foot you can cut that down to 0.5. These people listed as 0.5 and right underneath it you'll see a little note says if it's over 100 pounds per square foot you've got to multiply this times 2. So sometimes things get confusing like that. He could have gotten away from it by just not listing both the ways that these different people list things. Taking a chance that after you get out of school and you pick up the A.S.C.E. book and it says this and you pick up our specifications and it's listed like this you say what's wrong with these people. They can't seem to make up their mind what to do. They're doing the same thing. Other times when this can be cut in half is when it's not in a garage. Other times when this must be doubled is when it's in a garage. These little special conditions will be listed. Here you see the when people have taken over. They won't let you have your own factor. They'll do it for you. Thank you. You didn't do a real good job. They don't feel. Here the different combinations are on the previous pages that they want you to check. When live load is horrible they want you to do a horrible live load plus other things that they have seen in the past have happened and have caused problems. They want you to find out when live roof or snow or rain is really a problem and then these other things also have been seen to happen at the same time. This is where you're studying wind even though the number isn't a 1.6. This is where you're really finding out if wind is just the worst it's ever been on this building. Probably never been real bad on this building but if it were ever to get really bad these are the other things we want you to apply. 1.2 dead, 0.5 of the live load unless it's a garage, unless it's over 100 pound per square foot plus 0.5 of these numbers. Here's earthquake. This is the predominant thing that we're studying in combination five. In combination six and seven what they really say is let me show you a structure. Here's a frame right here and we have wind on it and here's a frame and we have wind on it. So for example here's the wind coming in it causes a moment this is the resisting moment and when you put the dead load on there we're going to make you put on a 1.2 dead. A while ago you had a 1.4 dead on there with no wind and by that time you ought to be able to get in built safely. Now that you have the wind load you put the 1.6 now see you don't put a 1.6 anymore now that's a holdover from the previous spec. Now then you put a 1.0 new numbers wind on here and you put a 1.2 dead on the on the roof. Then you say and the wind can come from either side so here we'll put the wind from this direction and that's kind of nice. I'm going to go ahead and put 1.2 dead on the roof because the wind is resisted with this and then the dead helps that not be so bad because the dead has a resisting this way these two kind of cancel each other. Code says can you guarantee me that every person is an idiot and put 20% too much dead on there? No basically speaking they probably really have a D just dead. So he says well then I don't think it's fair that you put a 1.2 dead on there to help you resist this wind moment. So would you made me put it here? He says read my lips. He says not only that he says if you only put a 1D here you're saying there aren't any idiots. We already agreed there are idiots there are things that go wrong. If you're going to have a dead load helping you resist this wind coming from this direction we're only going to let you say 0.9 because it's possible they got the slab is too thin. So I say geez man this could get to be a mess. He says well let me let me tell you this if you do this you'll hit all of the possibilities. Combination 6 says put in a full blown wind load used to be 1.6 put in a 0.9 dead plus or minus wind that'll make it come from either direction. I said well what if this should have been a 1.2 he says you got it right here. You already got that one covered. The plus or minus make sure that I get one going both ways just take the biggest number that you get out of that set. One nice thing about this is so rational it makes so much sense. You see why the numbers are there you see what's happened in the past that caused problems and caused them to get all these combinations together. The amount of money and time and effort that has been spent finding that 1.6. I mean they go all over the country they look at things they probably didn't fall down but they bent pretty badly they were distressed they go find out what the wind load was they find out what kind of structure was what was built was it bolted was it welded they do all this work and they drag it all back home and they do statistical analysis on it there's a lot of thought went into every number there. In each of these things in each combination one of the effects is considered to be at its lifetime maximum by lifetime maximum we really mean probably never going to happen maybe a couple of places in town maybe only a couple of places in the state a couple of buildings would be subjected to such a outrageous loading and then everything else is considered to be at an arbitrary point in time. If it's in the middle of the night then the live load would probably be nothing if it's in the middle of the day probably be full but not necessarily because when the earthquake starts half of you're probably going to leave anyway so the live load's only half now. These are for allowed stress design we don't do any of that don't work any problems we don't cover any of that in the in the text there just isn't time. So he's got a pretty good example he has a column which has 109 kips of dead load 46 kips of compression floor live roof live 19 and snow of 20. C&D don't apply because they are allowed stress design questions he wants to determine the controlling load for the load's given and in the second case the second thing that you do you not only bring the loads up those are basically your safety factors I mean multiplying your dead your live load times 1.6 that's that's where your safety factor comes from your dead your factor of safety or your load factor on dead doesn't need to be 0.6 we just found they don't ever get it's not that bad. The second factor of safety is on the member itself unlike allowed stress design you not only put little personal factors of safety called load factors on the loads you also take a look at this member and you say are they all that strong and the truth is we'll know if you test a thousand of them they look kind of like that that's the mean of a thousand of them so you're saying some of them are weak well I don't know if I'd call them weak okay are they less strong than the mean yes they are do some up do some of them look like this uh yeah some of them look like that they have more variation the ones that are bolted look more like this the ones that are welded look more like this do they also have a less strength you don't want to call them weak yes then I'm going to tell you these things I'm going to make you multiply the nominal strength the ce305 strength the mean of a thousand tests I'm going to make you reduce it by a resistance factor and this problem he's going to say let's assume the resistance factor is 0.9 sometimes it is 0.9 we'll get into what it is and why it is later on so first we go through the different combinations of loads this is who predominates this is checking out dead load with nobody else this is checking out live load with other people that we have found live there sometimes checking out snow load checking out wind checking out earthquake checking out wind or earthquake with the wind coming from either direction this already takes care of the uh dead load at a 1.2 these basically take care of the dead load at a 0.9 to make sure you're not cheating and trying to get the dead load to reduce the moment more than it really can do and you don't do anything you stick in the numbers the dead was 109 there's the 109 there's the 109 dead there's the 109 there's the where's the dead that he didn't this one he says it reduces the same as uh something else and so it doesn't control he says look if I know it doesn't control them I can bother with it the floor live load was 46 where does floor live load come in l sub r there we go uh 1.6 times l sub r 46 1.6 times l sub r contribution is oh he says I'm not going to use l sub r why are you not going to use l sub r l sub r what is l sub r 49 46 floor that's floor I'm sorry roof 19 is l sub r and snow see these two always come in combination with each other usually unless you're studying something personal like that this one's going to control so you probably will never see that 19 in there because when he says plus uh this or this or this you're going to take the one that's the largest you put all those combinations together and you get a set of numbers this number works out to be 152 he works out 214 he wins so far 185 he still wins this one can obviously it's going to be less this one produces a smaller than a previous combination a lot of times it's just about as easy to put the numbers in rather than compare it with something else these he says don't apply because there's no win in the earthquake now by that he wins now the question is what is he really looking for well he's looking for a member that will hold up 214 kips are you going to give him a member that holds up 214 kips no very good I would have sworn you'd say yes the problem is if you give him a member that holds up 246 214 kips some of them won't be that strong and that's not a good idea what you're supposed to do is you're supposed to take the nominal resistance of your member which I don't know multiply it by 0.9 and give me 214 by doing that I'll go buy a little stronger member namely 214 divided by 0.9 I'll go buy 238 kips worth of strength such that they'll probably 90 percent of them have 238 but the one or two that isn't as strong as it should be gives me the 214 what you need so when he asks you for the nominal strength he's asking you for the strength before you have admitted some of them are weaker than others all right then I think he's got another example problem in here maybe not we'll leave it at that questions stick around you want to show me what you were talking about I'm not that familiar with that section here it's like 16.3 has this 7.112 but if I go to here in 16.2 do they refer to stuff with the same numbering system because I was just wondering well see now where do you mean where do you see the same 3.2.2 okay you're saying there's another one of those yeah okay look here that's not at all unusual let's let's do the parts you and I use for example here is I7 here is I7 again I2 I2 well I'm looking for I7 I'm looking for something there you go there you go there's a lot more commentary isn't there here we go there's eight so there's I7 again no you and Jay okay four five now then if there isn't a seven then that means he has nothing to say about it there's just no commentary six placement of wells and bolts I7 now see this is part four are we in the commentary because a lot of times the commentary the commentary won't have something matching sometimes you know they have nothing to say about it but the numbers will be duplicated yeah a lot of times like that in the parts that you were in I've never been back in there so I don't know what you were talking about really but I wouldn't doubt it's the same idea in this part here it says it's a code like it is a code remember we looked at something had bolts on it that's because the people who do bolts they have their there you go that's their code this is their code or there's a specification a code is the city's business this the city says I want you to use the bolt specifications these people say well we're steel we didn't do it but here it is so that you'll have it in this book okay thank you yes sir I have a question about the access code to order one yeah just email me or read the syllabus yeah I did email you and I guess when did how long ago somebody else told me that Wednesday so today Friday at the beginning of class okay did you use what I told you I said you've got to say this in the in the subject too well see what I do is I still got like 1100 emails that I've got to pour through so I sort what I told you to put up there to the top and then I just give number give a number give a number give a number find your number give you a number find a number the years is probably still about down in there okay yeah I'll format it right okay well I don't think it's necessary I'll be through with those by this afternoon I'll find it okay thank well I did probably I just missed I just haven't sorted didn't found it yet thank you here is okay asce is the people they're the load experts they just really are yes so that's what the people are going to say and the city is going to tell you to use this and these people are going to say use that yes right so that's for the first time the first time it's going to go on to the four beans so you need to design the four beans to hold the weight but now the 40 pound per square foot is you right the dead load is still the content is still there right so we need to add both of those right 1.2 times hand 1.6 times you right and then that load goes on to the columns that's correct oh yeah everything is on everything everything adds in other words first off you got the floor itself it has to have steel in it to carry its own weight those go over to beams that's right then usually those beams go over to big old beams to hold up the beams that's called girders then the girders around the outside they'll go on to the columns every time you add another chunk of concrete down a road it's got to go to that girder then that girder's weight plus everything he brought in he's got to go to the column then the weight of the columns they go down to the footings and then it's the soil's job is that was that the question yeah you're trying to break it down make sure that or just trying to understand that when you design something you have to take everything into consideration you can't do absolutely a beam to hold that because that's not going to take care of the job that's eventually going to be translated all the way down to the floor it's got to go in other words if all I do is ask you to design these beams for me then you're through but somebody's going to be designing where those beams go to the girders and they're going to be designing the girders and then we're going to have to bring the soils guy in because you and I don't know that much about soils you're going to have to tell us how strong the soil is and how big a footing we need and then it's God's Providence see ya